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Specifications (72) CSS\ 4r"('Ck.\ St EQUILIBRIUM E3 July 1,2015 ENGINEERS Aly Pierce,NCIDQ EMMETT PHAIR CONSTRUCTION 6305 SW Rosewood Street, Suite E Lake Oswego, OR 97035 RE: Paddle Place Tenant Improvement—New Partition Wall Support 12230 SW Main Street,Tigard, OR EE LLC Job No. 15068 { Dear Aly: Attached please fmd calculation sheets Cl through C11,which verify the structural support and anchorage of the new partition walls at the entry to the tenant space at 12230 SW Main Street, Tigard, Oregon, as shown on Equilibrium Engineer's drawings S-1 through S-7, dated July 1,2015, and as located on Emmett Phair Construction's Sheet T-2. Design is based on the provisions of the 2012 International Building Code and 2014 Oregon Structural Specialty Code. Please call if you have any questions. �ueTVR Sincerely, �0 PA L c.e�� x r� Cil' . zuNALAk ct 2 01111 JoMarie Favell, P.E. Associate - ORE rON &•',1 QU* { EXPIRES: 2.13)/ /4 16325 Boones Ferry Road,Suite 202 E Lake Oswego,Oregon 97035 Phone 503.636.8388 g Cell 503.803.8576 0 Fax 503.636.2090 0 Email edq@equilibriumllc.com r _y Project -ppc tpLC.. T,�. EQUILIBRIUM By Sheet# Location 1Z--7- t ST, Date T►1-,b(i-2.D , -722:2) -7 I 1 17/Di.� - Client Revised Job # EmMa i rptAAKt ENGINEERS Date GENERAL STRUCTURAL NOTES: 1. Design is based on the requirements of the 2012 IBC,2014 OSSC,and ASCE 7-10, Chapter 13. 2. Seismic Design Criteria: Site Class D, Risk Category II,Sds=0.721g,Sd1=0.445g. 3. All sequences, methods and procedures of construction shall be the responsibility of the contractor. The contractor shall take all necessary precautions to ensure and maintain the stability and integrity of the structure through all stages of construction. 4. The contractor shall field verify all existing conditions,elevations, and dimensions. The contractor shall notify the engineer of any significant discrepancies from conditions shown on the contract documents. 5. Expansion anchors at partial height west wall holdowns require periodic special inspection by a certified special inspector. 6. Sawn lumber shall conform to Western Wood Products Association or West Coast Lumber Inspection Bureau grading rules. All sawn lumber shall be Doug-Fir Larch No. 2 or better(Fb=900 psi minimum). 7. Steel studs shall be C-studs with minimum yield strength of 33,000 psi for 18 and 20 gauge and 50,000 psi for 12, 14,and 16 gauge. Studs shall be of the size,gauge,and spacing shown on the drawings and shall conform to SSMA standard. Provide bridging in conformance with the manufacturer's recommendations adequate for development of the full moment capacity of the studs. Screws shall be ITW Buildex TEKS screws or Hilti self-drilling and self-piercing screws, unless an alternate is approved by the engineer. 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J. 4IC-__ L22) 1)Z` 6-S S.).. = Z.`l 9 v„3 ra Win, : z,4i 0 k. _ J mit ; 20D Ls N)63\0,0 a-VP-I-I X-.ISI.. 7 1 W 1-35, r : ll1-1rtC6 www.hilti.us Profis Anchor 2.5.3 ;r Company: Page: 2 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 7/1/2015 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 513 0 0 0 max.concrete compressive strain: -[%o] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 0[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 3 Tension load Load Nua[lb] Capacity 4,N„[Ib] Utilization fin=Nua/4N„ Status Steel Strength* 513 8029 7 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 513 1172 44 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 4)Nsteel Nue ACI 318-11 Table D.4.1.1 Variables n Ase [in 2] luta[psi] 1 0.10 106000 Calculations Nsa[lb] 10705 Results Nsa[lb] 4steel 4)Nsa[Ib] Nua[lb] 10705 0.750 8029 513 II IImi-ii la 1 , www.hilti.us Profis Anchor 2.5.3 C-i Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: i Date: 7/1/2015 E-Mail: 3.2 Con(,-6-1,--10) rete Breakout Strength ANb . Ncb — \AN o)Wed,N 111c,N Wcp,N Nb ACI 318-11 Eq.(D-3) •Ncb Nua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =91-6 ACI 318-11 Eq.(D-5) 1 Wec,N = ( +2 eN)5 1.0 ACI 318-11 Eq.(D-8) 3 hef Wed,N=0.7+0.3(15hetca,min)<1.0 ACI 318-11 Eq.(D-10) t Wcp,N =MAX(Ca-mtn 1.5hef)c 1.0 ACI 318-11 Eq.(D-12) cac cac J Nb =kc X,a he{ AC1 318-11 Eq.(D-6) Variables he[in.] eci,N[in.] ec2 N[in.] ca,min[In.] lirc,N 2.000 0.000 0.000 1.000 cac[in.] kc Xa fc[psi] 5.500 17 1.000 2500 Calculations) 11 ANc[in 2] ANco[in•2] Wecl,N Wec2,N Wed,N Wcp.N Nb[lb] 36.00 36.00 1.000 1.000 1.000 1.000 2404 Results Nth[Ib] 4>concrete seismic •nonductile Ncb[Ib] Ned[Ib] 2404 0.650 0.750 1.000 1172 513 . • www.hilti.us Profis Anchor 2.5.3 U Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos,No.: Phone I Fax: I Date: 7/1/2015 E-Mail: 4 Shear load Load V„a[Ib) Capacity fbV„[Ib] Utilization pv=Vua/+V„ Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(relevant anchors) 5 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • • Condition A applies when supplementary reinforcement is used.The c factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D,Part D.3.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design(shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part D.3.3.5.3(a)requires that the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b) waives the ductility requirements and requires that the anchors shall be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part D.3.3.5.3(c)waives the ductility requirements and requires the design strength of the anchors to equal or exceed the maximum tension 1 shear obtained from design load combinations that include E,with E increased by no. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPII).Reference ACI 318-11,Part D.9.1 Fastening meets the design criteria! www.hilti.us Profis Anchor 2.5.3 Company: Page: 5 Specifier: Project: C_" Address: Sub-Project I Pos.No.: Date: 7/1/2015 Phone I Fax: � E-Mail: 6 Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-CS 1/2(2) Profile:- Installation torque:480.001 in.lb Hole diameter in the fixture:- Hole diameter in the base material:0.500 in. Plate thickness(input):- Hole depth in the base material:2.625 in. Recommended plate thickness:- Minimum thickness of the base material:4.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. Coordinates Anchor in. Anchor x y C.x a+X c.y c+y 1 0.000 0.000 - - - - 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. JP 1 11 F ij